SKIN FRICTION IN SHALE: RESULTS OF THE HWY. 81 BRIDGE, YANKTON, SD DRILLED SHAFT LOAD TEST

Size: px
Start display at page:

Download "SKIN FRICTION IN SHALE: RESULTS OF THE HWY. 81 BRIDGE, YANKTON, SD DRILLED SHAFT LOAD TEST"

Transcription

1 SKIN FRICTION IN SHALE: RESULTS OF THE HWY. 81 BRIDGE, YANKTON, SD DRILLED SHAFT LOAD TEST Scott M. Mackiewicz, PhD, PE, Kleinfelder, 7802 Barton, Lenexa, Kansas, USA Omar Qudus, PE, Nebraska Department of Roads, Lincoln, NE, USA Jordan Larsen, PE, Nebraska Department of Roads, Lincoln, NE, USA This project includes replacement of the historic vertical-lift span Meridian Bridge (U.S. Highway 81 over the Missouri River) that connects Yankton, South Dakota with rural Cedar County, Nebraska. The new 76-foot wide, 1,590-foot long steel plate girder structure required the use of drilled shaft foundations that extended into the underlying Carlile Shale formation. Designers indicated that an individual drilled shaft capacity of about 2,000 kips will be needed at each of the river piers, and based on the subsurface information, 8 to 10-foot diameter drilled shafts extending to about 115-foot would be required for support of the bridge structure. An Osterberg Load Test was performed on one test shaft to determine the ultimate skin friction and end bearing of the Carlile Shale. This paper describes the design and installation of the load test drilled shaft as well as presents the load test results as compared with predicted design values determined using FHWA methods. Introduction This project includes replacement of the historic vertical-lift span Meridian Bridge (U.S. Highway 81 over the Missouri River) that connects Yankton, South Dakota with rural Cedar County, Nebraska (see Figure 1). The Meridian Highway Bridge was the final link for pioneer travelers who were traveling the 3,100 mile International Meridian Highway from Mexico City, Mexico to Winnipeg, Canada. SITE Figure 1. Site Location Based on the initial design, it appeared that relatively large (8 to 10-foot diameter) and lengthy (about 115-foot) drilled shafts would be required to support the proposed new bridge structure. Consequently, an Osterberg Load Test was performed on a production shaft to better refine the estimated skin friction parameters used for the Carlile Shale and reduce the overall construction cost of the drilled shaft foundation system. This paper describes the design and installation of the load test drilled shaft as well as presents the load test results as compared with predicted design values determined using Federal Highway Administration (FHWA) methods. Existing Bridge Details The Meridian Bridge built in 1924 was the first permanent crossing of the Missouri River. The 1,668-foot long, double decked, steel truss vertical lift bridge was constructed for the cost of $1.1 million. The bridge decks were configured to carry highway traffic on the top chord and rail traffic on the lower chord. However, the bridge was never used for rail traffic and the lower chord was converted to highway traffic in The bridge has kept it original configuration of seven, steel river spans (see Figure 2) and will be used as a pedestrian crossing once the new bridge is completed. Figure 2. Meridian Bridge

2 Proposed Bridge Details The new Discovery Bridge (see Figure 3) will extend from a high, 55-foot terrace at the north bank of the Missouri River (Yankton, SD) to broad Missouri River floodplain on the south (Nebraska) side. The 1,590-foot, 76-foot wide, four lane bridge is being constructed by Jensen Construction of Des Moines, Iowa and is expected to be completed by the end of The cost of the new bridge will be about $24 million. The alignment of the new bridge will be 2 blocks west of the existing bridge as shown in Figure 4. generalized subsurface profile is shown in Figure 5. Figure 5. Generalized Subsurface Profile Figure 3. New Discovery Bridge (artist view) Proposed Alignment Figure 4. Proposed Bridge Alignment Project Geology The project site is located in an area with two distinct geologic histories. The northern approach will be located in a high bluff (50 ft) area that has aeolian loess mantling glacial till and outwash deposits. The south approach will be located within the Missouri River floodplain comprised of silt and sand alluvium. The glacial and alluvial deposits are in turn underlain by the Cretaceous Age, Carlile Shale. The Carlile Shale was encountered at depths of 30 to 55 feet below ground surface and is comprised of gray to dark gray, non-calcareous shale, with some calcareous seams. The Carlile Shale has been known to be bentonitic at lower depths. In general, the Carlile Shale ranges in thickness in this region from 250 to 300 feet. A Groundwater was encountered during our subsurface exploration at depths of about 50 feet on the northern bluff and 6 to 10 feet within the floodplain. Samples of the Carlile Shale were obtained using NX-coring procedures. The core samples were sealed and returned to the laboratory for unconfined compression testing per American Society of Testing Materials (ASTM) D2938. The results of the laboratory testing indicated unconfined compressive (UC) strength of the Carlile Shale to range from 2.4 to 16.6 kips per square foot (ksf), dry densities of 124 to 133 pounds per cubic foot (pcf) and moisture contents of 19 to 24 percent. A summary of the UC test results with respect to elevation is shown in Figure 6. Elevation, feet Unconfined Strength, tsf Figure 6. Unconfined Compression Strength vs. Elevation, Carlile Shale

3 Predicted Drilled Shaft Capacities The capacities of the drilled shafts were predicted using the design methodology outlined in the FHWA publication Drilled Shafts: Construction Procedures and Design Methods. The ultimate skin friction of the drilled shafts in shale was estimated using the α method for cohesive materials on samples that had unconfined compression results of less than 10 ksf and using the Intermediate GeoMaterial (IGM) method with an interface friction (concrete/shale) of 30 degrees for remaining samples. It should be noted that none of the shale samples had unconfined compressive strengths great enough to be considered rock. The above noted design methods are described in the FHWA document and will not be covered herein. Based on the above noted design methods, we predicted ultimate skin friction (f max ) values of 0.66 to 2.32 ksf between elevations 1130 and 1100 feet and 1.22 and 6.2 ksf between elevations 1100 to 1065 feet. For design purposes, we used an ultimate skin friction of 1.8 ksf (elev to 1100 feet) and 2.4 ksf for below elevation 1100 feet. It appears that the ultimate skin friction computed for shale defined as cohesive materials are lower than those computed for shale classified as IGM in the zones. The distribution of ultimate skin friction values and provided design values are shown in Figure 7. Based on the FHWA methods, we predicted an ultimate end bearing ranging from 11 to 46 ksf in the Carlile Shale. For design purposes, we used an ultimate end bearing resistance of 42 ksf. Drilled shaft lengths were estimated based on the following parameters for the Carlile Shale: Allowable Side Friction (Factor of Safety = 2.0): Elev. > 1100 ft: 0.9 ksf Elev. < 1100 ft: 1.2 ksf Allowable End Bearing (Factor of Safety = 2.5) Elev. <1100 ft 17 ksf For the working load of 2,000 kips plus the shaft weight and a top of shale elevation of 1130 feet, we estimated that an 10-foot diameter shaft with a 52-foot shale socket or a 8-foot diameter shaft with a 75-foot shale socket (which extended below the borings) would be required to develop the capacity Cohesive IGM 1110 Elevation, feet Provided Ultimate Design Values Ultimate Skin Friction (fmax), ksf Figure 7. Estimated Ultimate f max Values

4 Drilled Shaft Load Test Program The 8-foot diameter, foot, load test drilled shaft was constructed by Jensen Construction between May 23 and June 20, 2007 on the Nebraska side of the project within the Missouri River floodplain. The subsurface conditions at the drilled shaft load test site were comprised of about 32 feet of silty sand/sand underlain by the Carlile Shale. Groundwater was encountered at about 6 feet below the ground surface at the time of the load test shaft construction. Load testing of the drilled shaft was performed by LOADTEST, Inc. The configuration of the test shaft included an O-Cell located at 29.3 feet above the shaft tip and three levels of strain gauges to assess side shear load transfer. The configuration of the test shaft is shown in Figure 9. The drilled shaft was constructed primarily in the wet, using water as the fluid and a steel casing driven to about 35 feet below the existing grade (i.e., shale penetration of about 3 feet). Prior to final cleaning, the sidewalls of the shaft were brushed with a wire cable connected to the auger. After cleaning the base with a clean out bucket, the reinforcing cage and O-cell assembly was inserted into the shaft and temporarily supported. As shown in Figure 8, the reinforcing cage was not kept in alignment and repairs to the cross hole sonic logging tubes and cage had to be performed prior to final placement. Concrete was placed by tremie methods through a 12-inch O.D. pipe into the base of the shaft until the concrete reached the cutoff elevation. Figure 9. Configuration of Load Test Shaft The load was applied to the test shaft using the Quick Load Test Method for Individual Piles (ASTM 1143), holding each successive load increment constant for eight minutes by manually adjusting the O-cell pressure. The data logger recorded the strain gauge readings, LVDT s and other instruments on a 30 second interval. The load test was performed by pressurizing the O-cell to assess the combined end and lower side shear resistance as well as the upper side shear resistance. At a maximum (bi-directional) loading of 4,522 kips the load test was halted due to an increase in the rate of displacement in the upper side shear zone. Figure 8. Reinforcing Cage Placement

5 In order to assess the side shear resistance of the test shaft, loads along the shaft are estimated using the strain gage data and the shaft stiffness (AE). Using this method, the distribution of load along the shaft can be determined for each load increment as shown in Figure 10. Figure 11 presents an equivalent top-loaded load settlement curve. For a top loading of 2,000 kips (working load), the adjusted data indicates that the shaft would settle less than 0.1 inches. At completion of the load testing, the O-cell installed in the shaft was post-grouted since the test shaft was planned to be used as a production shaft. Figure 10. Strain Gage Load Distribution Curves Using the load distribution curves, the net unit shear values for each segment and end bearing can be determined for the maximum loading. As indicated by extrapolation of the load distribution curve, it appears that none of the applied load was transferred to end bearing at the noted displacement. A summary of the average net unit side shear values are presented in Table 1. Table 1. Average Ultimate Skin Resistance Ultimate Load Transfer Zone Elevation (ft) Skin Friction Top of Shaft to to ft 0.1 ksf SG Level 3 SG Level 3 to to ft 2.4 ksf SG Level 2 SG Level 2 to to ft 4.9 ksf O-cell O-cell to SG Level to ft 6.4 ksf SG Level 1 to to ft 5.2 ksf Tip Elevation End Bearing ft No load transferred to tip Figure 11. Equivalent Top Load-Movement Curve Findings The ultimate skin friction measured during load testing was about 30 to 200 percent greater than the provided design values, which were estimated using FHWA methods and the laboratory test results (see Figure 12). Ultimate Skin Friction, ksf elev >1090 ft elev < 1090 ft Estimated Load Test Figure 12. Estimated vs. Load Test f max Values

6 Using the information obtained from the load test program, the final drilled shaft lengths were estimated based on the following parameters for the Carlile Shale: Allowable Side Friction (Factor of Safety = 2.0): Elev. > 1118 ft 0.05 ksf Elev ft: 1.2 ksf Elev. < 1100 ft: 2.45 ksf Allowable End Bearing (Factor of Safety = 2.5) Elev. <1100 ft 17 ksf For the working load of 2,000 kips plus the shaft weight and a top of shale elevation of 1130 feet, we estimated that an 8-foot diameter shaft with a 41-foot shale socket would be required to develop the capacity. As shown in Figure 13, it appears that the skin friction values predicted using the methods outlined for cohesive materials is underestimated in shale and to a lesser degree when classified as an IGM. Conclusions Based on the subsurface information and laboratory test results, the ultimate skin friction values predicted using FHWA methods were 50 to 75 % of measured full scale load testing ultimate skin friction values. Thus, it appears that, in this case, the cost of full scale load testing would be offset by the project cost and time savings. For this load test program, the cost incurred totaled about $200,000 for the shaft construction and load test. Since the improved skin friction values reduced the length of each shaft by an average of 22 feet, we saved the cost of 528 lineal feet of shale socket, which resulted in a foundation cost and time savings totaling about $500,000. Thus, we have demonstrated that the skin friction in shale can sometimes be underpredicted by the FHWA methods and that full scale load testing can provide better design information that, in turn, can be used to reduce project costs. References ASTM D2938, Standard Test Method for Unconfined Compression Strength of Intact Rock Core Specimens. ASTM D1143, Standard Test Method for Piles Under Static Axial Compressive Load, Quick Load Test Method for Individual Piles. O Neill, M.W., and L. Reese, Drilled Shafts: Construction Procedures and Design Methods, Volume I and II, FWWA, Publication No. FHWA-IF Cohesive IGM Elevation, feet Provided Ultimate Design Values Load Test Results Ultimate Skin Friction (fmax), ksf Figure 13. Estimated vs. Load Test f max Values

Measured Versus Predicted Side Resistance of Drilled Shafts in a Heterogeneous Soil Profile

Measured Versus Predicted Side Resistance of Drilled Shafts in a Heterogeneous Soil Profile Measured Versus Predicted Side Resistance of Drilled Shafts in a Heterogeneous Soil Profile Scott M. Mackiewicz, PhD, PE, D.GE 1 and Jonathan Lehman-Svoboda, PE 2 1 Kleinfelder, 11529 W. 79th Street, Lenexa,

More information

ITEM #0702770 OSTERBERG CELL LOAD TESTING OF DRILLED SHAFT

ITEM #0702770 OSTERBERG CELL LOAD TESTING OF DRILLED SHAFT ITEM #0702770 OSTERBERG CELL LOAD TESTING OF DRILLED SHAFT Description: This work shall consist of furnishing all materials, equipment and labor necessary for conducting an Osterberg Cell (O-Cell) Load

More information

Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation

Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation Micropiles Reduce Costs and Schedule for Merchant RR Bridge Rehabilitation Jeff R. Hill, P.E. Hayward Baker Inc. 111 W. Port Plaza Drive Suite 600 St. Louis, MO 63146 314-542-3040 JRHill@HaywardBaker.com

More information

Rehabilitation of Existing River Piers for

Rehabilitation of Existing River Piers for Creating Value Delivering Solutions Rehabilitation of Existing River Piers for Dick Henderson Bridge, West Virginia i i Joe Carte, P.E. W.V. Department of Transportation Scott Zang, P.E. Michael Baker

More information

APPENDIX B. Geotechnical Engineering Report

APPENDIX B. Geotechnical Engineering Report APPENDIX B Geotechnical Engineering Report GEOTECHNICAL ENGINEERING REPORT Preliminary Geotechnical Study Upper Southeast Salt Creek Sanitary Trunk Sewer Lincoln Wastewater System Lincoln, Nebraska PREPARED

More information

SUPPLEMENTAL TECHNICAL SPECIFICATIONS BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS

SUPPLEMENTAL TECHNICAL SPECIFICATIONS BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS July 14, 2015 1.0 GENERAL BI-DIRECTIONAL STATIC LOAD TESTING OF DRILLED SHAFTS This work shall consist of furnishing all materials, equipment, labor, and incidentals necessary for conducting bi-directional

More information

SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS

SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS Page 1 of 9 SAMPLE GUIDE SPECIFICATIONS FOR OSTERBERG CELL LOAD TESTING OF DEEP FOUNDATIONS 1. GENERAL REQUIREMENTS 1. Description of Work: This work consists of furnishing all materials, equipment and

More information

DRILLED SHAFTS. Section 465 of Standard Specifications

DRILLED SHAFTS. Section 465 of Standard Specifications DRILLED SHAFTS Section 465 of Standard Specifications What is a Drilled Shaft? Type of substructure foundation. A cylindrical shaft excavated into the ground and then filled with resteel & concrete. Supports

More information

Construction and testing of marine bridge foundation

Construction and testing of marine bridge foundation Construction and testing of marine bridge foundation By Sing-lok CHIU, AECOM Zheng-ru Fang, CHEC Construction (M) Sdn Bhd (CHEC) Shi-jing, LIU, China Habour Engineering Company Ltd (CHEC) Presented by

More information

HIGH CAPACITY HELICAL PILES A NEW DIMENSION FOR BRIDGE FOUNDATIONS

HIGH CAPACITY HELICAL PILES A NEW DIMENSION FOR BRIDGE FOUNDATIONS Proceedings of 8 th International Conference on Short and Medium Span Bridges Niagara Falls, Canada 2010 HIGH CAPACITY HELICAL PILES A NEW DIMENSION FOR BRIDGE FOUNDATIONS Mohammed Sakr Almita Manufacturing

More information

Large and deep cast-in-place reinforced concrete piles using of shaft grout

Large and deep cast-in-place reinforced concrete piles using of shaft grout IABSE-JSCE Joint Conference on Advances in Bridge Engineering-II, August 8-10, 2010, Dhaka, Bangladesh. ISBN: 978-984-33-1893-0 Amin, Okui, Bhuiyan (eds.) www.iabse-bd.org Large and deep cast-in-place

More information

VERTICAL AND LATERAL LOAD TESTING OF DRILLED SHAFTS SOCKETED INTO ROCK AT THE POMEROY-MASON BRIDGE OVER THE OHIO RIVER

VERTICAL AND LATERAL LOAD TESTING OF DRILLED SHAFTS SOCKETED INTO ROCK AT THE POMEROY-MASON BRIDGE OVER THE OHIO RIVER VERTICAL AND LATERAL LOAD TESTING OF DRILLED SHAFTS SOCKETED INTO ROCK AT THE POMEROY-MASON BRIDGE OVER THE OHIO RIVER Jamal Nusairat 1 Project Manager Research E.L. Robinson Engineering of Ohio Co., 6000

More information

Table 1. Pile test program data summary.

Table 1. Pile test program data summary. Test Pile No. Time After Equivalent Initial Penetration Toe Penetration Penetration Capacity Driving Drive, in Depth, in Elevation, Resistance, Resistance, Mobilized Capacity, kips Fully Status days feet

More information

Vertical Capacity The program evaluates the uplift and compression capacity of the pile.

Vertical Capacity The program evaluates the uplift and compression capacity of the pile. AllPile Software is a Windows-based analysis program that handles virtually all types of piles, including steel pipes, H-piles, pre-cast concrete piles, auger-cast piles, drilled shafts, timber piles,

More information

Auger Grouted Steel Core Displacement Piles. A vast and growing network.

Auger Grouted Steel Core Displacement Piles. A vast and growing network. A vast and growing network. IDEAL is a C.S. Stroyer & Sons company. Est. 1956 and began manufacturing in 2004. Headquarters in Greater Rochester, NY 15 acres 13,500 Sq Ft Corporate office and Training

More information

The Installation and Load Testing of Drilled Shafts

The Installation and Load Testing of Drilled Shafts Presentation to the North American Chinese Geotechnical Engineers Association The Installation and Load Testing of Drilled Shafts at Clarksville, Virginia by James M. Sheahan, P.E. HDR Engineering, Inc.

More information

Drilled Shaft Foundations For Two Mississippi River Bridges in Louisiana

Drilled Shaft Foundations For Two Mississippi River Bridges in Louisiana Drilled Shaft Foundations For Two Mississippi River Bridges in Louisiana Dan Brown, P.E., Ph.D. Dan Brown and Associates Overview Two River Bridges with Drilled Shafts: John James Audubon Bridge, St. Francisville

More information

Continuous Flight Auger Pile Bridge Foundations (Phase II)

Continuous Flight Auger Pile Bridge Foundations (Phase II) Continuous Flight Auger Pile Bridge Foundations (Phase II) Project No. 5-3940-03 Implementation Report 5-3940-03-1 Texas Department of Transportation by C. Vipulanandan Ph.D., P.E. O. Guvener K. Vembu

More information

Foundation Design Recommendation Technical Memorandum. Frick Springs Bridge Lompoc, California

Foundation Design Recommendation Technical Memorandum. Frick Springs Bridge Lompoc, California Foundation Design Recommendation Technical Memorandum For Frick Springs Bridge Lompoc, California Prepared For The City of Lompoc BY August 15, 2006 Phone: (805) 685-6511 250 Big Sur Dr., Goleta, CA 93117

More information

Fieldcrest Pedestrian Bridge Fieldcrest Road Green Oak Township, Michigan

Fieldcrest Pedestrian Bridge Fieldcrest Road Green Oak Township, Michigan Report on Geotechnical Investigation Fieldcrest Pedestrian Bridge Fieldcrest Road Green Oak Township, Michigan Latitude 2.70828 N Longitude 8.7558 W Prepared for: Civil Engineering Solutions, Inc. P.O.

More information

Soil and Rock Parameters for Estimating Deflections of Soldier Pile and Lagging Walls

Soil and Rock Parameters for Estimating Deflections of Soldier Pile and Lagging Walls Soil and Rock Parameters for Estimating Deflections of Soldier Pile and Lagging Walls Todd W. Swackhamer, P.E. 1, Michael J. Mann, P.E. 2, and Donald R. McMahon, P.E. 2 Abstract This paper presents four

More information

ENCE 4610 Foundation Analysis and Design

ENCE 4610 Foundation Analysis and Design This image cannot currently be displayed. ENCE 4610 Foundation Analysis and Design Shallow Foundations Total and Differential Settlement Schmertmann s Method This image cannot currently be displayed. Strength

More information

DRILLED SHAFT CONSTRUCTION

DRILLED SHAFT CONSTRUCTION DRILLED SHAFT CONSTRUCTION West Tower Arthur Ravenel Jr. Bridge Photograph courtesy of Marvin Tallent, Palmetto Bridge Constructors Concrete Mix Design Considerations Dry Construction Method Wet Construction

More information

14 Geotechnical Hazards

14 Geotechnical Hazards Volume 2: Assessment of Environmental Effects 296 14 Geotechnical Hazards Overview This Chapter provides an assessment of the underlying geotechnical conditions to identify: any potential liquefaction

More information

Load Testing of Drilled Shaft Foundations in Limestone, Nashville, TN Dan Brown, P.E., Ph.D.

Load Testing of Drilled Shaft Foundations in Limestone, Nashville, TN Dan Brown, P.E., Ph.D. Dan A. Brown and Associates Consulting Geotechnical Engineers 300 Woodland Rd. (423)942-8681 Sequatchie, TN 37374 fax:(423)942-8687 Load Testing of Drilled Shaft Foundations in Limestone, Nashville, TN

More information

INSTALLATION OF DRILLED PIERS

INSTALLATION OF DRILLED PIERS INSTALLATION OF DRILLED PIERS By Dawn C. Tattle, Anchor Shoring & Caissons Ltd., Toronto 1 INTRODUCTION A drilled pier is commonly referred to as a caisson or drilled shaft. Shafts typically range in diameter

More information

Load & Resistance Factor Design

Load & Resistance Factor Design Load & Resistance Factor Design Bridge Design Manual Updates Sean Meddles, P.E. Bridge Standard Engineer Topics Covered: New Section 1000 Modifications to existing BDM sections Status of Standard Drawings

More information

PRODUCT TESTING REPORT

PRODUCT TESTING REPORT MAGNUM HELIX FOUNDATION TECHNICAL REFERENCE GUIDE PRODUCT TESTING REPORT August 30, 2001 by Howard A. Perko, P.E. Consulting Engineer for Magnum Piering, Inc. TABLE OF CONTENTS INTRODUCTION... -2- SECTION

More information

4.2. Backfill Soil. Figure 4.4a Vibratory Drum Roller Compacting a Lift for T8.0-1

4.2. Backfill Soil. Figure 4.4a Vibratory Drum Roller Compacting a Lift for T8.0-1 4.2. Backfill Soil The abutment wall backfill for tests T8.0-1 and T8.0-2 was composed of a sandy material referred to in the construction industry as sand-equivalent 30 (SE-30). The height of the fill

More information

Ohio Department of Transportation. Geotechnical Consultant Workshop

Ohio Department of Transportation. Geotechnical Consultant Workshop Ohio Department of Transportation John R. Kasich, Governor Jerry Wray, Director Geotechnical Consultant Workshop May 8, 2012 PILE LOAD TEST CASE HISTORIES Stephen Slomski, P.E. Foundation Engineering Coordinator

More information

High Strain Dynamic Load Testing of Drilled Shafts

High Strain Dynamic Load Testing of Drilled Shafts Supplemental Technical Specification for High Strain Dynamic Load Testing of Drilled Shafts SCDOT Designation: SC-M-712 (9/15) September 3, 2015 1.0 GENERAL This work shall consist of performing high-strain

More information

PILE FOUNDATIONS FM 5-134

PILE FOUNDATIONS FM 5-134 C H A P T E R 6 PILE FOUNDATIONS Section I. GROUP BEHAVIOR 6-1. Group action. Piles are most effective when combined in groups or clusters. Combining piles in a group complicates analysis since the characteristics

More information

minijet : A New Type of Micropile

minijet : A New Type of Micropile minijet : A New Type of Micropile Dr. Donald A. Bruce 1, Jeffrey J. Bean 2, and Timothy J. Myers 3 1.0 BACKGROUND In U.S. practice (Reference 1), it is common to classify micropiles on the basis of their

More information

Report of Geotechnical Exploration IMMOKALEE ROAD AND COLLIER BLVD FORCE MAIN IMPROVEMENTS

Report of Geotechnical Exploration IMMOKALEE ROAD AND COLLIER BLVD FORCE MAIN IMPROVEMENTS Report of Geotechnical Exploration IMMOKALEE ROAD AND COLLIER BLVD FORCE MAIN IMPROVEMENTS Naples, Collier County, Florida Forge Engineering Project Number 564-021.01 May 2014 May 31, 2014 Mr. Bill Gramer,

More information

Safe & Sound Bridge Terminology

Safe & Sound Bridge Terminology Safe & Sound Bridge Terminology Abutment A retaining wall supporting the ends of a bridge, and, in general, retaining or supporting the approach embankment. Approach The part of the bridge that carries

More information

The Leading Edge In Helical Foundations. Engineering Roadmap. MacLean Dixie HFS. Building Solid Foundations

The Leading Edge In Helical Foundations. Engineering Roadmap. MacLean Dixie HFS. Building Solid Foundations Engineering Roadmap For New Construction Helical Pile Design The Leading Edge In Helical Foundations MacLean Dixie HFS Building Solid Foundations Before You Begin For the preliminary design of a new helical

More information

Bridge Engineering Seminar

Bridge Engineering Seminar Bridge Engineering Seminar Micropile Foundations for Bridges Lexington, KY Dan Thome, P.E. January 10, 2012 Micropiles Overview Installation Techniques Applications/Case Histories Design Load Testing Reasons

More information

TECHNICAL NOTE Hollow Threaded Rebar for Cross Hole Sonic Logging Access Tubes Combined with Longitudinal Concrete Reinforcing in Drilled Shafts

TECHNICAL NOTE Hollow Threaded Rebar for Cross Hole Sonic Logging Access Tubes Combined with Longitudinal Concrete Reinforcing in Drilled Shafts TECHNICAL NOTE Hollow Threaded Rebar for Cross Hole Sonic Logging Access Tubes Combined with Longitudinal Concrete Reinforcing in Drilled Shafts Josef K. Alter, M S Eng., Con-Tech Systems Ltd., Descanso,

More information

Design, Testing and Automated Monitoring of ACIP Piles in Residual Soils

Design, Testing and Automated Monitoring of ACIP Piles in Residual Soils Design, Testing and Automated Monitoring of ACIP Piles in Residual Soils Stephen W. Lacz 1, M. ASCE, P.E. and Richard C. Wells 2, F. ASCE, P.E. 1 Senior Professional, Trigon Kleinfelder, Inc., 313 Gallimore

More information

GROUND MODIFICATION: HOW MUCH IMPROVEMENT?

GROUND MODIFICATION: HOW MUCH IMPROVEMENT? GROUND MODIFICATION: HOW MUCH IMPROVEMENT? S. M. Mackiewicz, PhD, PE, and W. M. Camp III, PE Kleinfelder, Inc. 7 Barton, Lenexa, Kansas, PH (9) 9-99; FAX (9) 9-9; email: smackiewicz@kleinfelder.com S&ME,

More information

Prestressed Concrete Piles

Prestressed Concrete Piles FOUNDATION ALTERNATIVES TO MITIGATE EARTHQUAKE EFFECTS 13.17 FIGURE 13.11 Excavation for the grade beam that will span between the two piers. Usually this foundation system is designed by the structural

More information

Instrumentations, Pile Group Load Testing, and Data Analysis Part II: Design & Analysis of Lateral Load Test. Murad Abu-Farsakh, Ph.D., P.E.

Instrumentations, Pile Group Load Testing, and Data Analysis Part II: Design & Analysis of Lateral Load Test. Murad Abu-Farsakh, Ph.D., P.E. Instrumentations, Pile Group Load Testing, and Data Analysis Part II: Design & Analysis of Lateral Load Test Murad Abu-Farsakh, Ph.D., P.E. Louisiana Transportation Research Center Louisiana State University

More information

Abutment Design Example. Chris Byrum Doug Parmerlee

Abutment Design Example. Chris Byrum Doug Parmerlee Abutment Design Example Chris Byrum Doug Parmerlee Example Bridge Evaluate Existing Test Hole Data Not much before 1940 MDOT Housel Soil Mechanics 1940-80s ASTM SPT N-modified values Evaluate Existing

More information

Pile Performance in Weathered Meta-Sedimentary Formation and KL Limestone

Pile Performance in Weathered Meta-Sedimentary Formation and KL Limestone S.S. Liew Pile Performance in Weathered Meta-Sedimentary Formation and KL Limestone C.M. Khoo S.T. Tan Y.E. Loh ABSTRACT: This paper presents the performance of three preliminary instrumented bored cast-in-situ

More information

SECTION 702 LOAD-BEARING PILES

SECTION 702 LOAD-BEARING PILES SECTION 702 LOAD-BEARING PILES 702.1 Description. This work shall consist of furnishing and driving concrete and steel loadbearing piles to the minimum nominal axial compressive resistance and penetration

More information

Geotechnical Modeling and Capacity Assessment

Geotechnical Modeling and Capacity Assessment Geotechnical Modeling and Capacity Assessment by Geoffrey R. Martin Chapter 6 : Geotechnical Modeling and Capacity Assessment Foundation Modeling (Evaluation Methods D and E) Equivalent linear stiffness

More information

Lymon C. Reese & Associates LCR&A Consulting Services Tests of Piles Under Axial Load

Lymon C. Reese & Associates LCR&A Consulting Services Tests of Piles Under Axial Load Lymon C. Reese & Associates LCR&A Consulting Services Tests of Piles Under Axial Load Nature of Services The company has a long history of performance of tests of piles and pile groups under a variety

More information

CIGMAT-2011 Conference & Exhibition EFFECTS OF TREES ON THE DEPTH OF THE ACTIVE ZONE

CIGMAT-2011 Conference & Exhibition EFFECTS OF TREES ON THE DEPTH OF THE ACTIVE ZONE EFFECTS OF TREES ON THE DEPTH OF THE ACTIVE ZONE Kenneth E. Tand, P.E. Kenneth E. Tand & Associates 2817 Aldine Bender Road Houston, TX 77032 Phone: 281-590-171; Fax: 281-590-1430; E-mail: ktand@ketand.com

More information

ODOT LRFD Foundations

ODOT LRFD Foundations Ohio Department of Transportation John R. Kasich, Governor Jerry Wray, Director ODOT LRFD Foundations Alexander Dettloff, P.E. Foundation Engineer Office of Geotechnical Engineering May 07, 2013 AASHTO

More information

CONSTRUCTION OF ROCK SOCKETED PILES IN SYDNEY SANDSTONE TO MEET PERFORMANCE REQUIREMENTS 1

CONSTRUCTION OF ROCK SOCKETED PILES IN SYDNEY SANDSTONE TO MEET PERFORMANCE REQUIREMENTS 1 CONSTRUCTION OF ROCK SOCKETED PILES IN SYDNEY SANDSTONE TO MEET PERFORMANCE 1 Pawan L. Sethi 1, Ingrid Geng 2 and Patrick K. Wong 3 1 Associate, 2 Graduate Geotechnical Engineer, 3 Senior Principal, Coffey

More information

ELEVATION DRILLED SHAFT FOUNDATION FOR CANTILEVER AND TRUSS TYPE E SIGN-340-B MICHIGAN DEPARTMENT OF TRANSPORTATION

ELEVATION DRILLED SHAFT FOUNDATION FOR CANTILEVER AND TRUSS TYPE E SIGN-340-B MICHIGAN DEPARTMENT OF TRANSPORTATION Steel template must be kept horizontal at all times after installation Heavy hex nuts required for template and anchor bolt cage assembly \ Anchor bolts Solid flat washers 2" Max * 3" Min * Anchor projection

More information

New Trends in Auger Pressure Grouted Piles

New Trends in Auger Pressure Grouted Piles New Trends in Auger Pressure Grouted Piles Tracy Brettmann, P.E. Regional Manager, Berkel & Company Contractors, Inc., Richmond, Texas 77469 Abstract: There have been several interesting new trends developing

More information

Subsurface Exploration and Foundation Recommendations IMEA Solar Photovoltaic Project Heritage Lake Area Rantoul, Illinois MET Project No.

Subsurface Exploration and Foundation Recommendations IMEA Solar Photovoltaic Project Heritage Lake Area Rantoul, Illinois MET Project No. MET December 21, 2015 Midwest Engineering and Testing, Inc. geotechnical - environmental - materials engineers 501 Mercury Drive Champaign, IL 61822-9649 217-359-2128 FAX 217-359-8446 www.metgeotech.com

More information

Design of a Modern Cable-Stayed Bridge in a High Seismic Zone. Presented by Patrick D. Montemerlo, PE

Design of a Modern Cable-Stayed Bridge in a High Seismic Zone. Presented by Patrick D. Montemerlo, PE Design of a Modern Cable-Stayed Bridge in a High Seismic Zone Presented by Patrick D. Montemerlo, PE Overview Introduction Bridge Description Design Criteria Superstructure Design Tower Modeling Seismic

More information

METHOD OF STATEMENT FOR STATIC LOADING TEST

METHOD OF STATEMENT FOR STATIC LOADING TEST Compression Test, METHOD OF STATEMENT FOR STATIC LOADING TEST Tension Test and Lateral Test According to the American Standards ASTM D1143 07, ASTM D3689 07, ASTM D3966 07 and Euro Codes EC7 Table of Contents

More information

Comprehensive Design Example 2: Foundations for Bulk Storage Facility

Comprehensive Design Example 2: Foundations for Bulk Storage Facility Comprehensive Design Example 2: Foundations for Bulk Storage Facility Problem The project consists of building several dry product storage silos near an existing rail siding in an open field presently

More information

Foundation Support Cost: Applications to Driven-Pile Design

Foundation Support Cost: Applications to Driven-Pile Design Foundation Support Cost: Applications to Driven-Pile Design Pile Driving Contractors Association 2015 Professor s Driven Pile Institute June 25, 2015 Van E. Komurka, P.E., D.GE, F.ASCE Wagner Komurka Geotechnical

More information

Cone Penetration Test (CPT)

Cone Penetration Test (CPT) Implementation Testing : In-situ tests Cone Penetration Test (CPT) Definition called also "Dutch cone test or Static Penetration test. The test method consists of pushing an instrumented cone, with the

More information

SECTION 411 DRILLED PIERS

SECTION 411 DRILLED PIERS Section Payment will be made under: Pay Item Foundation Excavation Foundation Excavation for Bent No. at Station Foundation Excavation for End Bent No. at Station Pay Unit Cubic Yard Lump Sum Lump Sum

More information

Micropiles Design 101

Micropiles Design 101 Micropiles Design 101 Allen Cadden, P.E. West Chester, PA Las Vegas, NV 2008 Objective Develop a background understanding of the geotechnical and structural design processes for micropiles in structural

More information

DEEP FOUNDATIONS. Dr. Youssef Gomaa Youssef. Dr. Youssef Gomaa Youssef 1

DEEP FOUNDATIONS. Dr. Youssef Gomaa Youssef. Dr. Youssef Gomaa Youssef 1 DEEP FOUNDATIONS Dr. Youssef Gomaa Youssef Dr. Youssef Gomaa Youssef 1 Textbook: Tomlinson, J.J., 1977. Pile Design and Construction Practice, Garden City Press Ltd., Letchworth. Canadian Foundation Engineering

More information

Kentucky Lake Bridge Pile Load Testing Overview Ohio Transportation Engineering Conference Columbus, Ohio 10/28/2015

Kentucky Lake Bridge Pile Load Testing Overview Ohio Transportation Engineering Conference Columbus, Ohio 10/28/2015 Kentucky Lake Bridge Pile Load Testing Overview Ohio Transportation Engineering Conference Columbus, Ohio 10/28/2015 Presented by: Jeff Dunlap, P.E. Terracon Consultants 1 Project Site Kentucky Official

More information

CHANCE HELICAL ANCHOR/PILE BEARING CAPACITY

CHANCE HELICAL ANCHOR/PILE BEARING CAPACITY 1 Experience has shown that in most cases the footing and stem wall foundation system that will withstand a given long term working load will withstand a pier installation force of up to 1.5 times that

More information

FINAL REPORT GEOTECHNICAL INVESTIGATION AND FOUNDATION ENGINEERING FOR STURGEON CREEK BRIDGE REPLACEMENT

FINAL REPORT GEOTECHNICAL INVESTIGATION AND FOUNDATION ENGINEERING FOR STURGEON CREEK BRIDGE REPLACEMENT FINAL REPORT GEOTECHNICAL INVESTIGATION AND FOUNDATION ENGINEERING FOR STURGEON CREEK BRIDGE REPLACEMENT Prepared for STANTEC 905 WAVERLEY STREET WINNIPEG, MANITOBA R3T 5P4 Prepared by THE NATIONAL TESTING

More information

Design and Construction of Auger Cast Piles

Design and Construction of Auger Cast Piles Design and Construction of Auger Cast Piles 101 th Annual Road School 2015 3/11/2015 Malek Smadi, Ph.D., P.E. Principal Engineer - GEOTILL - Fishers, IN msmadi@geotill.com - www.geotill.com CONTENTS 1.

More information

CHAPTER 8 CALCULATION THEORY

CHAPTER 8 CALCULATION THEORY CHAPTER 8 CALCULATION THEORY. Volume 2 CHAPTER 8 CALCULATION THEORY Detailed in this chapter: the theories behind the program the equations and methods that are use to perform the analyses. CH8-1 CONTENTS

More information

Undrained Shear Strengths derived from Pile Load Tests for use in designing Helical Screw Piles and Stelcor Piles in Sensitive Clay Soils

Undrained Shear Strengths derived from Pile Load Tests for use in designing Helical Screw Piles and Stelcor Piles in Sensitive Clay Soils Undrained Shear Strengths derived from Load Tests for use in designing Screw s and Stelcor s in Sensitive Clay Soils Mahmoud Mahmoud, PhD, P.Eng., FEC President, GES Geotech Inc., Vancouver, BC. Simon

More information

SECTION XXXXX STONE COLUMNS PART 1 - GENERAL

SECTION XXXXX STONE COLUMNS PART 1 - GENERAL SECTION XXXXX STONE COLUMNS PART 1 - GENERAL 1.1 RELATED DOCUMENTS: Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 00 and Division 01

More information

BRIDGE RESTORATION AND LANDSLIDE CORRECTION USING STRUCTURAL PIER AND GRADE BEAM

BRIDGE RESTORATION AND LANDSLIDE CORRECTION USING STRUCTURAL PIER AND GRADE BEAM BRIDGE RESTORATION AND LANDSLIDE CORRECTION USING STRUCTURAL PIER AND GRADE BEAM Swaminathan Srinivasan, P.E., M.ASCE H.C. Nutting/Terracon David Tomley, P.E., M.ASCE KZF Design Delivering Success for

More information

NEW CABLE-STAY CRADLE SYSTEM

NEW CABLE-STAY CRADLE SYSTEM DESIGNED BY FIGG BRIDGE ENGINEERS, INC. FOR THE OHIO DEPARTMENT OF TRANSPORTATION S I-280 MAUMEE RIVER BRIDGE, TOLEDO, OHIO NEW CABLE-STAY CRADLE SYSTEM New Cradle Stay System to Improve and Save Money

More information

MN/DOT s gint template data entry procedures Updated July 2004

MN/DOT s gint template data entry procedures Updated July 2004 MN/DOT s gint template data entry procedures Updated July 2004 *Before starting to input data, check File-System Properties and make sure you are using the most current library and data template files

More information

Remedial Piling and Settlement Twin Residential Towers. Scenario Overview and Data Compilation

Remedial Piling and Settlement Twin Residential Towers. Scenario Overview and Data Compilation Remedial Piling and Settlement Twin Residential Towers Scenario Overview and Data Compilation Introduction The redevelopment of a major inner city riverbank included the construction of several residential

More information

Step 11 Static Load Testing

Step 11 Static Load Testing Step 11 Static Load Testing Test loading is the most definitive method of determining load capacity of a pile. Testing a pile to failure provides valuable information to the design engineer and is recommended

More information

Word count: 4,669 words text + 11 tables/figures x 250 words (each) = 7419 words. July 31, 2015 (Revised November 14, 2015)

Word count: 4,669 words text + 11 tables/figures x 250 words (each) = 7419 words. July 31, 2015 (Revised November 14, 2015) 0 Rodrigo Herrera, P.E., corresponding author Senior Geotechncial Engineer Florida Department of Transportation 0 Suwannee Street, Tallahassee, Florida Tel: 0-- Fax: 0--; Email: rodrigo.herrera@dot.state.fl.us

More information

GEOTECHNICAL ENGINEERING II

GEOTECHNICAL ENGINEERING II GEOTECHNICAL ENGINEERING II MODULE I CHAPTER 2 Site investigation and soil exploration SYLLABUS - Module I 2. Site investigation and soil exploration: objectives - planning - reconnaissance - depth and

More information

DESIGN AND CONSTRUCTION OF THE SUTONG BRIDGE FOUNDATIONS

DESIGN AND CONSTRUCTION OF THE SUTONG BRIDGE FOUNDATIONS DESIGN AND CONSTRUCTION OF THE SUTONG BRIDGE FOUNDATIONS Robert B. Bittner, Ben C. Gerwick, Inc, San Francisco CA, USA Xigang Zhang, Highway Planning and Design Institute, China Ole Juul Jensen, Ole Rud

More information

GUIDELINES FOR CONSULTANTS PERFORMING GEOTECHNICAL INVESTIGATIONS FOR PROJECTS MAINTAINED BY HARRIS COUNTY, TEXAS

GUIDELINES FOR CONSULTANTS PERFORMING GEOTECHNICAL INVESTIGATIONS FOR PROJECTS MAINTAINED BY HARRIS COUNTY, TEXAS GUIDELINES FOR CONSULTANTS PERFORMING GEOTECHNICAL INVESTIGATIONS FOR PROJECTS MAINTAINED BY HARRIS COUNTY, TEXAS EFFECTIVE DATE JANUARY 1, 2011 Contents Section I. Introduction Section II. Applicability

More information

DRILLED DEEP FOUNDATIONS

DRILLED DEEP FOUNDATIONS GROUPS: ADVANTAGES Figure 14-2. Group vs. Single Shaft (FHWA NHI-10-016). Large overturning moments are most effectively resisted using groups of shafts. Higher axial capacities. May be cost effective

More information

twenty six concrete construction: foundation design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014

twenty six concrete construction: foundation design ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 ELEMENTS OF ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SPRING 2014 lecture twenty six concrete construction: www.tamu.edu foundation design Foundations 1 Foundation the engineered

More information

USE OF MICROPILES IN TEXAS BRIDGES. by John G. Delphia, P.E. TxDOT Bridge Division Geotechnical Branch

USE OF MICROPILES IN TEXAS BRIDGES. by John G. Delphia, P.E. TxDOT Bridge Division Geotechnical Branch USE OF MICROPILES IN TEXAS BRIDGES by John G. Delphia, P.E. TxDOT Bridge Division Geotechnical Branch DEFINITION OF A MICROPILE A micropile is a small diameter (typically less than 12 in.), drilled and

More information

The International Workshop on Micropiles, 2007

The International Workshop on Micropiles, 2007 MICROPILE FOUNDATION REPAIR AND UNDERPINNING, ARTS AND SCIENCE MUSEUM, UNIVERSITY OF PUERTO RICO, MAYAGUEZ Presented at: International Society of Micropiles (ISM) The International Workshop on Micropiles,

More information

California Department of Transportation Doyle Drive Test Program Contract No. 04A3362

California Department of Transportation Doyle Drive Test Program Contract No. 04A3362 California Department of Transportation Doyle Drive Test Program Deep Soil Mixing (DSM) /Cutter Soil Mixing (CSM) Testing Report By Malcolm Drilling Company, Inc. 3524 Breakwater Ave., Suite 108 Hayward,

More information

Design and testing of bored pile foundation to the 2 nd Penang Bridge, Malaysia

Design and testing of bored pile foundation to the 2 nd Penang Bridge, Malaysia Design and testing of bored pile foundation to the 2 nd Penang Bridge, Malaysia By Sing-lok CHIU, AECOM Zheng-ru Fang, CHEC Construction (M) Sdn Bhd (CHEC) Kang HUANG, China Highway Planning and Design

More information

Foundation Design and Construction for our Structural Brethren Deep Foundation Design Basic Cookbook

Foundation Design and Construction for our Structural Brethren Deep Foundation Design Basic Cookbook Foundation Design and Construction for our Structural Brethren Deep Foundation Design Basic Cookbook A Presentation on Special Foundation Topics to the Delaware Valley Association of Structural Engineers

More information

FB Multipier v.4. Single Pile Example

FB Multipier v.4. Single Pile Example FB Multipier v.4 Single Pile Example Professor s Driven Pile Institute Utah State University June 26, 2013 J. Brian Anderson (jbanders@auburn.edu) Department of Civil Engineering Auburn University 2 Deep

More information

Test Pile Program to Determine Axial Capacity and Pile Setup for the Biloxi Bay Bridge

Test Pile Program to Determine Axial Capacity and Pile Setup for the Biloxi Bay Bridge Test Pile Program to Determine Axial Capacity and Pile Setup for the Biloxi Bay Bridge W. Robert Thompson, III, P.E., Dan Brown and Associates, PLLC, Montgomery, AL; +1 (334) 239-3135; rthompson@danbrownandassociates.com

More information

twenty seven concrete construction: foundation design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture

twenty seven concrete construction: foundation design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN HÜDAVERDİ TOZAN SPRING 2013 lecture twenty seven concrete construction: Bright Football Complex www.tamu.edu foundation design Foundations 1 Foundation

More information

GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE RALEIGH COUNTY, WEST VIRGINIA

GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE RALEIGH COUNTY, WEST VIRGINIA GEOTECHNICAL INVESTIGATION EDWIGHT TRUSS BRIDGE RALEIGH COUNTY, WEST VIRGINIA STATE PROJECT NO. S341-3/2-0.03 00 FEDERAL PROJECT NO. BR-0032(019)D March 2010 NGE, LLC 806 B Street St. Albans, WV 25177

More information

Wave Propagation Theory - Testing Deep Foundations. Testing Deep Foundations Using the Wave Propagation Theory

Wave Propagation Theory - Testing Deep Foundations. Testing Deep Foundations Using the Wave Propagation Theory Wave Propagation Theory - Testing Deep Foundations Testing Deep Foundations Using the Wave Propagation Theory Wave Propagation Theory - Testing Deep Foundations What we will cover Some of the different

More information

Piles Capacity Reference Manual

Piles Capacity Reference Manual Piles Capacity Reference Manual hetge hetge geotechnics on the go Piles Capacity Reference Manual April 3, 2013 Version: PC-1.3.130403 hetge LLC Moscow Virginia Istanbul E info@hetge.com W www.hetge.com

More information

Voice of America Mall Target Project: A Steel Push Pier Underpinning Case Study

Voice of America Mall Target Project: A Steel Push Pier Underpinning Case Study Voice of America Mall Target Project: A Steel Push Pier Underpinning Case Study by Howard Perko, Bill Bonekemper, Dave Jacob and Brian Dwyer Magnum Piering, Inc., West Chester, Ohio March 18, 2003 Abstract

More information

Presented By: Jeff Grieder, P.Eng. Regional Manager Alberta (North) North American Caisson Limited

Presented By: Jeff Grieder, P.Eng. Regional Manager Alberta (North) North American Caisson Limited Application and Use of Continuous Flight Auger Piles in Western Canada Presented By: Jeff Grieder, P.Eng. Regional Manager Alberta (North) North American Caisson Limited CFA Piles A Brief History Used

More information

New I-95 Woodrow Wilson Bridge Foundations

New I-95 Woodrow Wilson Bridge Foundations Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in Geotechnical Engineering (2008) - Sixth International Conference on Case Histories in Geotechnical

More information

Shortcomings of the Davisson Offset Limit Applied to Axial Compressive Load Tests on Cast-In-Place Piles

Shortcomings of the Davisson Offset Limit Applied to Axial Compressive Load Tests on Cast-In-Place Piles 568 DEEP FOUNDATIONS Shortcomings of the Davisson Offset Limit Applied to Axial Compressive Load Tests on Cast-In-Place Piles W. Morgan NeSmith, Member, Geo-Institute 1 Timothy C. Siegel, P.E., Member,

More information

STRUCTURE AND BRIDGE DIVISION

STRUCTURE AND BRIDGE DIVISION VIRGINIA DEPARTMENT OF TRANSPORTATION STRUCTURE AND BRIDGE DIVISION INSTRUCTIONAL AND INFORMATIONAL MEMORANDUM GENERAL SUBJECT: Ancillary Structures SPECIFIC SUBJECT: VDOT Guidelines to AASHTO Standard

More information

SHAFT CONSTRUCTION IN TORONTO USING SLURRY WALLS

SHAFT CONSTRUCTION IN TORONTO USING SLURRY WALLS SHAFT CONSTRUCTION IN TORONTO USING SLURRY WALLS Vince Luongo Petrifond Foundation Co., Ltd. PROJECT DESCRIPTION The York Durham Sanitary System (YDSS) Interceptor in the Town of Richmond Hill located

More information

Missouri Department of Transportation. Bridge Division. Bridge Design Manual. Section 1.2. Revised 08/08/2002. Click Here for Index

Missouri Department of Transportation. Bridge Division. Bridge Design Manual. Section 1.2. Revised 08/08/2002. Click Here for Index Missouri Department of Transportation Bridge Division Bridge Design Manual Section 1.2 Revised 08/08/2002 Click Here for Index Loads Section 1.2 Page: i-1 Index Index of Loads 1.2.1 General 1.2.2 Dead

More information

Geopier Intermediate Foundation Systems Case Studies for Building Foundations over Soft Organic Soils and Peat

Geopier Intermediate Foundation Systems Case Studies for Building Foundations over Soft Organic Soils and Peat Geopier Intermediate Foundation Systems Case Studies for Building Foundations over Soft Organic Soils and Peat Charles Allgood, Geopier Foundation Company Midwest, USA Larry Weppler, Geopier Global Corporation,

More information

SECTION 4 EXCAVATION, TRENCHING AND BACKFILLING 4.01 SCOPE OF WORK

SECTION 4 EXCAVATION, TRENCHING AND BACKFILLING 4.01 SCOPE OF WORK 4.01 SCOPE OF WORK The work covered by this section shall consist of furnishing all materials, equipment and labor for the excavating, trenching, backfilling, and bore and jack required to install or repair

More information

On the Subject of Piles in Tension. M. England BSc., MSc., DIC. PhD

On the Subject of Piles in Tension. M. England BSc., MSc., DIC. PhD 680 On the Subject of Piles in Tension M. England BSc., MSc., DIC. PhD Fugro Loadtest Ltd., 14 Scotts Avenue, Sunbury on Thames, Middlesex, TW16 7HZ, UK. ABSTRACT Some of the difficulties

More information